纵三路道路工程高边坡专项设计计算书

1、翠云片区B区纵三路道路工程高边坡专项设计岩土 名称抗拉强度标准 值 6 T (Mpa)C (MPa)0( )水平抗力系 数(MN/m3)水平抗力系 数的比例系 数(MN/m4)素填土 (饱和)/3*25*/8*粉质粘土/17. 148.09/14*强风化基岩/035 (综合)20*/泥岩0. 17*0. 30*31.5*60*/砂岩0. 60*0.41*32. 0*300*/岩土体物理力学参数建议值续表43-2界面计算参数取值表表4.5-3参数滑移面饱和抗剪强度C滑移面饱和抗剪强度力单位(KPa)( )填方体与粉质粘 土界面15. 4*7.2*粉质粘土与基岩界面15.4*7. 2*填土与基岩界

2、面3*20*结构面抗剪强度值参考建筑边坡技术规范(GB50330-2013) 4. 5. 1条表4. 5. 1确定，根据结合面的性质状况取值如下表。结构面结构面类型结构面结合程 度结构面抗剪强 度(。)结构面抗剪强度 指标C (MPa)层面软弱结构面结合很差12*0. 030*组裂隙(242。Z78 )软弱结构面结合很差16*0. 035*组裂隙(150。Z68 )软弱结构面结合很差16*0. 035*结构面抗剪强度指标建议值表4.3-4取值说明及补充:1、力口*者为当地地区经验值；2、素填土(压实系数大于0. 94)的水平抗力系数的比例系数为8MN/ml粉质粘土的水平抗力系数的比例系数为12

3、MN/。3、强风化泥岩的基底摩擦系数可取0.30,强风化砂岩的基底摩擦系数可取0.35。5边坡设计方案边坡设计根据地勘报告及现状地形，高填方边坡采用放坡处理的方式。第一级边坡坡比 1:1.5,第二级边坡坡比1:1. 75,第三级边坡坡比1:2.0,第四级边坡坡比1:2. 25,第五 级边坡坡比1:2. 5,第六级边坡坡比1:2. 75,每级边坡间留2. 0m宽边坡平台，坡脚外2nl 设排水沟。回填土不满足路基要求时需清除至原始地面，地面横坡大于1： 5时需先清除 外表土层，并进行挖台阶处理，每级台阶宽度不小于2m,并设不小于4%的反坡。对于陡 坡路堤且土层不是很厚时应清除表层填土至岩土分界线，

4、然后再按上述要求开挖台阶。 K0+040K0+K0+400段右侧采用底部进行回填反压，压实度0. 9。6边坡稳定性计算3-3地质剖面稳定性分析3-3,地质剖面稳定性分析条块号条块面滑面尺寸容重抗剪强度条块重传递 系数累积抗 滑力累积下 就定数 一稳系水位线 Wi2面角 制倾面度 物1-KJ天然饱和Ci183.1720.9013.7520.0020.003.0020.001663.40.972606.85593.422171.0416.9113.4220.0020.003.0020.003420.80.9851821.501571.953163.1311.8610.2120.0020.0015.

5、407.203262.60.9832354.872219.134160.416.2810.0620.0020.0015.407.203208.20.9762872.482532.225168.93-0.9827.3120.0020.0015.407.203378.53651.012413.841.513结论：根据计算结果，3-3地质剖面在清除土体并在基岩上挖台阶后，下边坡稳10定性系数为K=L513L25,边坡稳定。4-4地质剖面稳定性分析条块号条块面滑面尺寸容重抗剪强度条块重传递 系数累积抗 滑力累积下 滑力稳定 系数水位线 Wi2面角 物倾面度天然饱和Ci1240.8615.1625.90

6、20.0020.003.0020.004817.20.9871769.961259.882330.4613.2620.5420.0020.003.0020.006609.11.0342403.051515.543203.3119.4915.9120.0020.003.0020.004066.10.9831442.841356.93458.0516.915.2320.0020.003.0020.001161.00.9641837.681670.98554.4011.865.1120.0020.003.0020.001088.00.9812174.541834.526119.149.0915.19

7、20.0020.003.0020.002382.70.9733035.702176.53752.241.1616.6020.0020.0015.407.201044.83341.272138.811.562结论：根据计算结果，4-4地质剖面在清除土体并在基岩上挖台阶后，下边坡稳 定性系数为K=l. 5621.25,边坡稳定。6. 3 5-5,地质剖面稳定性分析5-5地质剖面稳定性分析11条块号条块面滑面尺寸容重抗剪强度条块重传递 系数累积抗 滑力累积下 滑力定数 一稳系水位线 上Wi2滑面 倾角面度天然饱和Ci琅1131.8913.3820.7320.0020.003.0020.002637.

8、81.022996.25610.232241.0617.1220.9320.0020.003.0020.004821.21.0511739.821419.003223.3528.2122.7020.0020.003.0020.004467.10.9073330.023603.494200.1316.7220.8920.0020.003.0020.004002.61.0404479.834421.895136.3624.4016.4720.0020.003.0020.002727.20.9395610.865723.98643.9316.365.2120.0020.003.0020.00878.

9、60.9365592.585623.89749.767.946.4620.0020.003.0020.00995.20.9775612.125400.71871.230.8219.2220.0020.0015.407.201424.75957.165295.191.125反压后5-5地质剖面稳定性分析1212条块号条块面滑面尺寸容重抗剪强度条块重传递 系数累积抗 滑力累积下 滑力稳定 系数水位线 Wi2滑面 倾角面度天然饱和Ci1131.8913.3820.7320.0020.003.0020.002637.81.022996.25610.232241.0617.1220.9320.0020.

10、003.0020.004821.21.0511739.821419.003223.3528.2122.7020.0020.003.0020.004467.10.W73330.023603.494200.1316.7220.8920.0020.003.0020.004002.61.0404479.834421.895183.1024.4016.4720.0020.003.0020.003661.90.9395920.696110.16681.7016.365.2120.0020.003.0020.001634.00.9366147.406199.427112.147.946.4620.0020.

11、003.0020.002242.80.9776581.096111.628419.130.8242.2720.0020.0015.407.208382.78137.266089.691.3365-5地质剖面反压顶面次剪稳定性分析条块号条块面滑面尺寸容重抗剪强度条块重传递 系数累积抗 就累积下 滑力定数 一稳系水位线 Wi2面角 粉倾面度天然饱和Ci*pi1131.8913.3820.7320.0020.003.0020.002637.81.028996.25610.232246.0618.4221.0820.0020.003.0020.004921.21.0291762.681554.6735

12、5.0523.585.4620.0020.003.0020.001101.00.9692196.922039.70454.5919.115.2920.0020.003.0020.001091.80.9602519.292333.06559.2413.586.4520.0020.003.0020.001184.90.9212857.762518.56696.675.1422.3220.0020.003.0025.001933.43596.272492.431.443结论：根据计算结果，5-5地质剖面在未进行处治前饱和状态下边坡稳定性系数 为1.125,处于欠稳定状态；反压后饱和状态下边坡稳定性系

13、数为K=L 3361.25,反 压顶面次剪边坡稳定性系数为K=l. 4431. 25,边坡稳定。4 6-6地质剖面稳定性分析6-6地质剖面稳定性分析13/条块号条块面滑面尺寸容重抗剪强度条块重传递 系数累积抗 滑力累积下 滑力稳定 系数水位线 Wi2面角 物倾面度天然饱和Ci成18.8126.194.8620.0020.003.0020.00176.20.98272.177.76225.7723.484.7520.0020.003.0020.00515.30.955257.1281.66348.9317.334.8520.0020.003.0020.00978.60.981600.2560.5

14、54254.5214.4715.8820.0020.003.0020.005090.51.0272430.21821.355425.4819.2421.1920.0020.003.0020.008509.60.9765483.24673.866365.2715.8020.7920.0020.003.0020.007305.41.0297974.56552.507308.2421.0521.4320.0020.003.0020.006164.80.97610365.18958.11S51.6013.863.5620.0020.0015.407.201032.00.99310301.18993.2

15、0921.8511.161.5520.0020.0015.407.20437.00.98110306.39014.291020.355.171.4620.0020.0015.407.20407.00.99210187.78882.7311171.262.2316.5620.0020.0015.407.203425.20.99310795.88947.041273.78-0.4119.1420.0020.0015.407.201475.611202.78874.871.262结论：根据计算结果，6-6地质剖面在清除土体并在基岩上挖台阶后，下边坡稳定性系数为K=1.2621.25,边坡稳定。地质剖

16、面稳定性分析10-10地质剖面稳定性分析14条块号条块面滑面尺寸容重抗剪强度条块重传递 系数累积抗 滑力累积下 滑力稳定 系数水位线 Wi2滑面 倾角面度天然饱和Ci1158.7244.9025.2020.0020.003.0020.003174.40.965894.022240.65256.6139.923.8820.0020.003.0020.001132.20.9381190.092888.03360.0431.733.5020.0020.003.0020.001200.80.9341498.443340.21497.5823.125.4420.0020.003.0020.001951.

17、50.9522069.503886.91590.2916.545.2220.0020.003.0020.001805.80.9682615.274213.266164.7911.9710.2220.0020.003.0020.003295.81.0433735.264761.087246.0020.4518.8320.0020.003.0020.004920.00.9535629.326683.96830.0914.082.4220.0020.003.0020.00601.80.9775586.846519.06928.866.962.4120.0020.0015.407.20577.20.9

18、765565.706436.6210180.07-0.2030.6420.0020.0015.407.203601.46361.546272.831.014反压后10-10地质剖面稳定性分析1515条块号条块面滑面尺寸容重抗剪强度条块重传递 系数累积抗 滑力累积下 滑力定数 一稳系水位线 Wi2面角面度天然饱和CiV1158.7244.9025.2020.0020.003.0020.003174.40.965894.022240.65256.6139.923.8820.0020.003.0020.001132.20.9381190.092888.03360.0431.733.5020.0020

19、.003.0020.001200.80.9341498.443340.21497.5823.125.4420.0020.003.0020.001951.50.9522069.503886.91590.2916.545.2220.0020.003.0020.001805.80.9682615.274213.266164.7911.9710.2220.0020.003.0020.003295.81.0433735.264761.087274.3620.4518.8320.0020.003.0020.005487.20.9535822.756882.17843.9714.082.4220.0020.

20、003.0020.00879.30.9775869.256775.57945.826.962.4120.0020.0015.407.20916.50.9765884.066728.2410661.62-0.2053.8720.0020.0015.407.20132328246.916524.581.264结论：根据计算结果，10-10地质剖面在未进行处治前饱和状态下边坡稳定性系数为L 014,处于欠稳定状态；反压后饱和状态下边坡稳定性系数为K=1.2641.25,反压顶面土层较厚，故不会产生坡顶次剪，边坡稳定。11-11地质剖面稳定性分析11-n地质剖面稳定性分析16条块号条块面滑面尺寸容重抗

21、剪强度条块重传递 系数累积抗 滑力累积下 滑力稳定 系数水位线 Wi2滑面 倾角面度 物|-KJ天然饱和Ci稿182.9434.2218.8920.0020.003.0025.001658.70.967696.26932.74249.0029.515.0420.0020.003.0020.00980.00.965998.661384.47351.5824.645.3620.0020.003.0020.001031.50.9641321.531766.744134.2919.5916.0620.0020.003.0020.002685.81.0122243.242604.005108.2921.

22、6616.4120.0020.003.0020.002165.70.9613053.053435.85629.2016.264.9420.0020.003.0020.00584.10.9643153.913466.57722.5411.164.5020.0020.003.0020.00450.80.9803213.843427.96S38.824.8014.7420.0020.0015.407.20776.43473.843423.881.015反压后ii-n地质剖面稳定性分析条块号条块面滑面尺寸容重抗剪强度条块重传递 系数累积抗 滑力累积下 滑力定数 一稳系水位线 Wi2面角 油倾滑面 长度

23、天然饱和Ci暇182.9434.2218.8920.0020.003.0025.001658.70.967696.26932.74249.0029.515.0420.0020.003.0020.00980.00.965998.661384.47351.5824.645.3620.0020.003.0020.001031.50.9641321.531766.744134.2919.5916.0620.0020.003.0020.002685.81.0122243.242604.005125.3221.6616.4120.0020.003.0020.002506.50.9613168.313561

24、.61654.4116.264.9420.0020.003.0020.001088.10.9643440.823728.62755.5811.164.5020.0020.003.0020.001111.60.9803726.333808.468200.544.8014.7420.0020.0015.407.204010.70.9994383.164067.509139.794.369.9420.0020.0015.407.202795.70.9964883.974275.791093.912.6210.0320.0020.0015.407.201878.10.9975254.454343.23

25、1150.701.2713.5920.0020.0015.407.201014.15574.764351.611.281n-n地质剖面反压顶面次剪稳定性分析17条块号条块面滑面尺寸容重抗剪强度条块重传递 系数累积抗 滑力累积下 滑力稳定系数水位线 Wi2面角 物倾面度天然饱和Ci182.9434.2218.8920.0020.003.0025.001658.70.942696.26932.74248.3426.454.9020.0020.003.0020.00966.90.936985.411309.05348.5318.015.1220.0020.003.0020.00970.70.9321

26、273.431525.07445.599.205.9020.0020.003.0020.00911.70.9411532.611567.69553.662.6914.3220.0020.003.0025.001073.21984.651525.181.301结论：根据计算结果，11-11地质剖面在未进行处治前饱和状态下边坡稳定性系 数为1.015,处于欠稳定状态；反压后饱和状态下边坡稳定性系数为K=L 281 1.25, 反压顶面次剪边坡稳定性系数为K=l. 301l. 25,边坡稳定。12-12地质剖面稳定性分析12-12地质剖面稳定性分析18 TOC o 1-5 h z .工程概况2.设计

27、依据2.工程地质情况3.岩土物理力学参数7.边坡设计方案10.边坡稳定性验算11条块号条块面滑面尺寸容重抗剪强度条块重传递 系数累积抗 滑力累积下 滑力稳定 系数水位线 Wi2面角 物倾面度天然饱和Ci陋123.8445.649.7720.0020.003.0025.00476.80.958184.75340.89222.5940.884.2120.0020.003.0025.00451.90.962348.91622.27333.7435.525.5220.0020.003.0020.00674.90.969551.98990.424103.9631.0614.8220.0020.003.0

28、020.002079.30.9731227.462032.30511.8727.191.5320.0020.003.0020.00237.50.9371275.952086.21612.4618.911.5420.0020.003.0020.00249.20.9731286.212035.88716.0210.872.0420.0020.0015.407.20320.40.9781322.082040.33S14.243.862.0120.0020.0015.407.00284.80.9901358.252013.68956.220.3015.2720.0020.0015.407.001124

29、.31718.482000.260.859反压后12-12地质剖面稳定性分析条块号条块面滑面尺寸容重抗剪强度条块重传递 系数累积抗 滑力累积下 滑力稳定 系数水位线 Wi2滑面 倾角面度 nmIKJ天然饱和Ci陋123.8445.649.7720.0020.003.0025.00476.80.958184.75340.89222.5940.884.2120.0020.003.0025.00451.90.962348.91622.27333.7435.525.5220.0020.003.0020.00674.90.969551.98990.424116.7331.0614.8220.0020.0

30、03.0020.002334.70.9731307.082164.07517.5927.191.5320.0020.003.0020.00351.90.9371390.472266.71619.7918.911.5420.0020.003.0020.00395.70.9731443.972252.51728.0710.872.0420.0020.0015.407.20561.50.9771505.402296.47S28.603.862.0120.0020.0015.407.20571.90.9901574.002282.399198.980.3015.2720.0020.0015.407.2

31、03979.61.0012296.502280.731014.781.001.7120.0020.0015.407.20295.50.9602363.542289.251147.26-9.639.1320.0020.0015.407.20945.11.0032526.222038.58123.79-8.163.2920.0020.0015.407.2075.82593.722033.771.2751912-12地质剖面反压顶面次剪稳定性分析条块号条块面滑面尺寸容重抗剪强度条块重传递 系数累积抗 滑力累积下 滑力定数 稳系水位线 Wi2面角 身倾面度 泡|-KJ天然饱和Ci城111.7244.4

32、76.8520.0020.003.0025.00234.50.91098.56164.26210.6335.022.3820.0020.003.0025.00212.60.883177.98271.4537.2921.121.3520.0020.003.0020.00145.90.961210.78292.30410.0415.732.0020.0020.003.0020.00200.90.901279.01335.46520.645.448.5420.0020.003.0025.00412.8468.55341.291.373结论：根据计算结果，12-12地质剖面在未进行处治前饱和状态下边坡

33、稳定性系 数为0.859,处于欠稳定状态；反压后饱和状态下边坡稳定性系数为K=L 2751.25, 反压顶面次剪边坡稳定性系数为K=l. 3731. 25,边坡稳定。6. 8填土圆弧滑开工况计算6-6剖面控制参数:20采用规范：通用方法 计算目标：平安系数计算 滑裂面形状：圆弧滑动法 不考虑地震坡面线号水平投影(m)竖直投影(m)超载数121.6308. 840022.0000. 0000318. 0008. 000042.0000. 0000516. 0008. 000062.0000. 0000714. 0008. 000082.0000. 0000912.0008. 00001022.

34、0000. 0001坡面信息坡面线段数10超载 1 距离0. 500 (m) 宽20. 000 (m) 荷载(20. 0020. OOkPa) 270. 00 (度)土层信息上部土层数1层号 ,位高(m)10,001重度饱和重度层顶线(kN/m3)(kN/m3)倾角(度)19.000-10.000孔隙水压 力系数层号1粘聚力内摩擦角 (kPa)(度)0. 00035. 000水下粘聚水下内摩力(kPa) 擦角(度)层号1十字板?(kPa)强度增 长系数十字板羲？强度增长系F值(kPa) 数水下值下部土层数2层号定位重度饱和重度层顶线孔隙水压深(m)(kN/m3)(kN/m3)倾角(度)力系数1

35、2.00019. 9800. 000215.00025. 5000.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)117. 1408. 090230. 00031.500层号十字板？强度增十字板羲？强度增长系(kPa) 长系数 下值(kPa)数水下值n 乙不考虑水的作用21计算条件圆弧稳定分析方法：B i s hop法土条重切向分力与滑动方向反向时：当下滑力对待稳定计算目标：自动搜索最危险滑裂面条分法的土条宽度：L 000 (而搜索时的圆心步长：LOOOGn)搜索时的半径步长：L 000(m)计算结果:计算结果图最不利滑动面：滑动圆心滑动半径滑动平安系数二(24

36、. 504, 75. 554) (m)二 77. 548 (m)=1.430起始x终止x附加力X附加力Y?下滑力li抗滑力 mWCi B 条实重 超载竖向浮力地震力渗透力地震力地震力(m)(m)(kN) (kN)(度) (kN)(m) (kPa) (kN)(度)(kN) (kN) (kN)(kN) (kN) (kN)2. 7443. 438 -16. 029 0. 723 0. 000 35. 003. 190. 00-0. 882. 70 0. 82592 0. 00 0.003.4384. 133 -15.496 0. 7210. 00035.009.520.00-2. 548. 00 0

37、. 83283 0. 00 0.004. 1335.098 -14.861 0. 9990. 00035.0023.590.00-6. 05 19. 64 0. 840970. 000. 005.0986. 064 -14. 124 0. 996 0. 000 35. 00 35.41-8. 64 29. 16 0.850290. 000. 006.0647.030 -13. 389 0. 993 0. 000 35. 00 47.00-10. 88 38. 29 0. 859440. 000. 007.0308. 004 -12. 654 0.998 17. 1408.0958.940. 0

38、00. 000. 000. 000. 000. 000. 000.000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000.000.000.000. 000.000.0022-12.918.004-14. 548.977-15. 839.950-16. 8010, 924-17. 4511.897-17. 7912.870-17. 8313. 844-17. 5814.817-17. 06790-16. 26763-15. 20737-13. 89710-12. 34683-10. 5565727 0. 95394

39、8.977 -11.91886 0. 95792950 -11. 18429.41 0. 96173924 -10. 45130. 92 0. 9653811.897 -9. 72132. 38 0. 96886870 -8. 99233.80 0. 97217844 -8. 26518 0. 9753314.817 -7. 53953 0. 97832790 -6.81437.83 0. 98114763 -6. 09010 0. 9838117, 737 -5. 36733 0. 98632710 -4. 64641.54 0. 98866683 -3. 92442. 70 0. 9908

40、5657 -3. 20443. 84 0. 9928821,630 -2.4840. 000. 9950. 000. 9920. 000. 0017. 1400. 0017. 1400. 000. 990 17. 1400. 000. 000. 987 17. 1400. 000. 000. 985 17. 1400. 000. 000. 984 17. 1400. 000. 000. 982 17. 1400. 000. 000. 980 17. 1400. 000. 000. 979 17. 1400. 000. 000.978 17. 1400. 000. 000. 977 17. 14

41、00. 000. 000.976 17. 1400. 000. 000. 975 17. 1400. 000. 000.974 17. 140-8. 54 44. 94 0. 994750. 000. 0021.630 22. 630 -1. 754 1.000 17. 140-6. 34 46. 73 0. 996490. 000. 00630 23. 630 -1.015 1.000 17. 140-3. 68 46. 73 0. 998080. 000. 00630 24. 630 -0. 276 1.000 17. 140-1.02 47.29 0.999510. 000. 00630

42、 25. 6300. 463 1.000 17. 1401.78 48.43 1.000770.000.0025.630 26. 6301.201 1.000 17. 1404. 79 49. 53 1.001860.000. 0026.630 27. 6301.941 1.001 17. 1408.01 50.61 1.002790.000.0027.630 28. 6302.680 1.001 17. 14011.41 51.65 1.003550.000.00630 29. 6303.420 1.002 17. 14015. 00 52.66 1.004150. 000. 00630 3

43、0. 6304. 160 1.003 17. 14018. 76 53.65 1.004580. 000. 00630 31.6304. 902 1.004 17. 14022. 68 54.61 1.004840. 000. 0031.630 32.6305.644 1.005 17. 14026. 75 55. 53 1.004930. 000. 0032. 630 33. 6306. 387 1.006 17. 1408. 0970.410. 000. 000. 000. 000. 008. 0981.640. 000. 000. 000. 000. 008. 0992.610. 000

44、. 000. 000. 000.008. 09103. 340. 000. 000. 000. 000.008. 09113.810. 000. 000. 000. 000.008. 09124. 040. 000. 000. 000. 000.008. 09134. 020. 000. 000. 000. 000.008. 09143.760. 000. 000. 000. 000. 008. 09153. 260. 000. 000. 000. 000.008. 09162.510. 000. 000. 000. 000.008. 09171.530. 000. 000. 000. 000

45、.008. 09180. 300. 000. 000. 000. 000.008. 09188. 840. 000. 000. 000. 000.008. 09197. 130. 000. 000. 000. 000. 008. 09207. 050. 000. 000. 000. 000.008. 09207. 530. 000. 000. 000. 000. 008. 09211.970. 000. 000. 000. 000.008. 09220. 400. 000. 000. 000. 000. 008. 09228. 540. 000. 000. 000. 000. 008. 092

46、36. 440. 000. 000. 000. 000. 008. 09244. 080. 000. 000. 000. 000. 008. 09251.450. 000. 000. 000. 000. 008. 09258. 580. 000. 000. 000. 000. 008. 09265. 440. 000. 000. 000. 000. 008. 09272. 040. 000. 000. 000. 000. 008. 09278. 380. 000. 000. 000. 000.002330. 97 56. 44 1.004850. 000. 00630 34. 6307. 13

47、1 1.008 17. 14035.31 57.31 1.004600.000.00630 35. 6307.876 1.010 17. 1408. 09 284. 450. 008. 09 290. 270. 0039. 77 58. 16 1.004190. 000. 0035.630 36. 6308.622 1.011 17. 14044. 35 58.98 1.003600. 000. 00630 37. 6309. 371 1.014 17. 14049. 02 59. 77 1.002840. 000. 00630 38. 630 10. 120 1.016 17. 14053.

48、 79 60. 54 1.001910. 000. 00630 39. 630 10. 872 1.018 17. 14058. 63 61.28 1.000800. 000. 00630 40. 630 11.625 1.021 17. 14063. 54 61.99 0.999520. 000. 00630 41.630 12. 380 1.024 17. 14068. 50 62. 68 0. 998060. 000. 0041.630 41.978 12.890 0.357 17. 14024. 88 21.88 0.996970. 000. 0041.978 42. 804 13.

49、336 0. 849 0. 00060.61 169. 44 1.085970. 000. 0042.804 43.630 13.964 0.851 0.00062. 66 167.01 1.088600. 000. 0043.630 44.630 14.660 1.034 0.00062 201.85 1.091360. 000. 0044.630 45.630 15.425 1.037 0.00085 204. 13 1.094210. 000. 0045.630 46.630 16. 193 1.041 0.00011 206. 26 1.096880. 000. 0046.630 47

50、.630 16.964 1.045 0.00095. 40 208. 25 1.0993547. 630 48. 630 17. 738100. 70 210. 08 1. 1016448.630 49.630 18.516106. 00 211.77 1. 1037349. 630 50. 630 19. 297111.30 213. 29 1. 1056350.630 51.630 20.081116. 57 214. 68 1. 1073251.630 52.630 20.870121.80 215.90 1. 1088252.630 53.630 21.663126. 99 216.

51、98 1. 11012630 54. 630 22. 460132. 11 217.90 1. 11121630 55. 630 23. 262137. 16 218.66 1. 11208630 56. 630 24. 069142. 12 219. 28 1. 11275630 57. 630 24. 881146. 97 219. 72 1. 11319630 58. 630 25. 6980. 001.0500. 001.0550. 001.0600. 001.0650. 001.0700. 000. 000. 0000. 000. 0000. 000. 0000. 000. 0000

52、. 000. 0000. 001.076 0.0000. 001.0820. 001.0880. 001.0950. 001. 1020. 001. 1100. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0008. 09295. 820.008. 09301. 100.008. 09306. 110.008. 09310.850.008. 09315.330.008. 09319. 520.008. 09111.540.0035. 00262. 790.0035. 00259. 650.0035. 00314.610.0035. 0031

53、8.990.0035. 00323. 110.0035. 00326. 960.0035. 00330. 520.0035. 00333. 800.0035. 00336. 790.0035. 00339. 490.0035. 00341.890.0035. 00344. 010.0035. 00345. 800.0035. 00347. 290.0035. 00348. 470.0035. 00349. 310.0035. 00349. 840.000.000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000.0

54、00. 000. 000. 000. 000. 000. 000. 000.000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 00

55、0. 000. 000. 000.000.000.000.000.000.000.000.000.000.000.000.000.000.000. 000.000.000.000.000.000.000. 000.000.000.000.0024151.70 220.01 1.630 59. 630156. 29 220. 12 1.630 60. 630158. 55 217.09 1.60.630 61.630158.28 210. 88 1.61.630 62.581152.26 197. 73 1.581 63. 532156. 18 197.98 1.532 64. 483159.

56、94 198. 06 1.483 65. 434163.51 197.97 1.434 66. 385166. 90 197. 72 1.385 67. 336170. 08 197. 29 1.336 68. 287173.02 196. 68 1.287 69. 238175. 71 195.87 1.238 70. 151170. 98 187. 11 1.151 71.065172.96 186. 00 1.71.065 71.978174. 66 184. 70 1.71.978 72.89106 183. 20 1.72.891 73.80415 181.49 1.73.804 7

57、4.71790 179. 57 1.717 75. 630178. 28 177.40 1.630 76. 630191.62 187.97 1.630 77. 630183.62 177.60 1.630 78. 630179. 13 170. 95 1.630 79. 630178. 34 168. 08 1.630 80. 630176.91 164. 78 1.630 81. 630174. 79 161.04 1.81.630 82.630171.90 156. 80 1.82. 630 83. 630113410.000.005211134134911317184 11269005

58、1119929.812111096251099531.4451085727310696108105099511029780210059645 09798480 09518323 09210177 088750400851139.91408118799 07694740 0721542.738 06675753 06094784 05468835 04796906 04075999 0330149. 1151. 1180. 001. 1260. 001. 1350. 001. 0870. 001.0960. 001. 1050. 001. 1150. 001. 1250. 001. 1350.

59、001. 1470. 001. 1580. 001. 1240. 001. 1360. 001. 1480. 001. 1620. 001. 1760. 001. 1900. 001.2060. 001.3400. 001.3620. 001.3840. 001.4090. 001.4350. 001.4640. 001.4940. 001. 5280. 0000. 000.0000. 000.0000. 000.0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 000

60、0. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 00035. 00350. 020. 000. 000. 000. 000. 0035. 00345. 120. 000. 000. 000. 000. 0035. 00335. 110. 000. 000. 000. 000.0035. 00314. 020. 000. 000. 000. 00